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https://hdl.handle.net/11681/13353| Title: | Nawiliwili breakwater stability study, Nawiliwili Harbor, Kauai, Hawaii : hydraulic model investigation |
| Authors: | United States. Army. Corps of Engineers. Pacific Ocean Division Markle, Dennis G. Herrington, C. Ray |
| Keywords: | Armor units Hydraulic models Breakwaters Nawiliwili, Kauai, Hawaii Harbors Waves Shore protection Coastal protection Wave attack |
| Publisher: | Hydraulics Laboratory (U.S.) Engineer Research and Development Center (U.S.) |
| Series/Report no.: | Technical report (U.S. Army Engineer Waterways Experiment Station) ; HL-83-21. |
| Description: | Technical Report Abstract: A hydraulic model investigation was conducted at geometrically undistorted, linear scales of 1:31 and 1:25, model to prototype, to evaluate the stability against wave attack of three areas of the existing breakwater at Nawiliwili Harbor, Kauai, Hawaii. Where the existing crown and/or harbor-side slope proved to be unstable, additional tests were conducted to check the stability of the rehabilitation designs proposed by the Pacific Ocean Division. All existing and proposed rehabilitation designs were tested for the worst breaking wave conditions that could be produced for the selected wave periods, water depths, and bathymetry seaward of the test sections. The existing, 22,000-lb dolosse on the sea-side slope at sta 19+50 proved to be unstable for the wave conditions of Hydrograph I (maximum wave height of 24.5 ft), while the remainder of the breakwater cross section (concrete crown cap and 16,000- to 20,000-lb stone on harbor-side slope) proved to be stable for the selected test conditions. The stability of the existing breakwater cross section at sta 14+00 proved to be dependent upon how tight a keyed and fitted construction of the 16,000- to 20,000-lb armor stone actually exists on the crown and harbor-side slope. Model tests results using Hydrograph II (maximum wave height of 22.5 ft) indicated that if a tight, keyed and fitted construction exists, the breakwater at sta 14+00 is an adequate design, but if this tight construction does not exist, the crown and harbor-side slope could sustain severe damage and this damage could result in the undermining and displacement of existing dolosse (22,000 lb) along the breakwater crown. A concrete rib cap and one layer of uniformly placed, 13,000-lb tribars proved to be adequate rehabilitation designs for the crown and harbor-side slope, respectively, at sta 14+00. The existing 14,000- to 24,000-lb random-placed armor stone on the sea-side slope, and 16,000- to 20,000-lb keyed and fitted armor stone on the crown and harbor-side slope at sta 10+00 proved to be adequate designs for t he selected test conditions of Hydrograph III (maximum wave height of 11.6 ft). |
| Rights: | Approved for public release; distribution is unlimited. |
| URI: | http://hdl.handle.net/11681/13353 |
| Appears in Collections: | Technical Report |
Files in This Item:
| File | Description | Size | Format | |
|---|---|---|---|---|
| TR-HL-83-21.pdf | 6.64 MB | Adobe PDF |  View/Open |